10-151-008R]Ev(SION- ely,
1) EXTEND BOTTOM BARS 8' PAST ALL OPENINGS GREATER THAN Y-O" ON BOTH SIDES.
2) TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LESS THAN 30".
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND
THE CORNER 30" OR BY ADDING 20 5 BENT 30' EACH LEG.
3) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY
BENDING HORIZONTAL REW. INTO COLUMNS A DISTANCE OF 30".
4) HOOK TOP OF VERTICAL BARS N ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW TOP
OF THE TIE BEAM.
1) STRUCTURAL CONCRETE SHALL CONFORI'i w/ ACI-301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 3000 PSI IN 28 DAYS FOR SLABS t FOOTING.
2) AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4" CONCRETE ASTM C-33 SHALL CONFORM TO
ASTM C-94
3) CONCRETE TESTING IS REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 CU, YES. OF CONCRETE
AS PER ASTM C-94
4) MAX" PERMISSIBLE SLUMP IS 5-6' IN STRUCTURAL CONCRETE w/ THE EXCEPTION BEING SAND CEMENT
GROUT
5) REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
FABRICATED ACCORDING TO THE " MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES'. HOOK ALL DISCONTINUOUS TOP RENFORCNG. PROVIDE CORNERS w/ 2.5 X 4'-0' BARS. CLEAR
COVER FOR RENFORCNG BARS SHALL BE:
FOOTINGS 3' UNFORMED FACES — 3'
SLABS 3/4' FORMED FACES N
BEAMS/COLUMNS _ 1 Vl" CONTACT w/ EART14— 2"
Watlaftwl
•
APPLICABLE CODES:
A: FJ3L 20M EDITION.
B: ALJ. 318-05 REINFORCED CONCRETE
C•. REINFORCED MASONRY BY AC-1 530-05 AND
THE MASONRY DESIGNERS GUIDE BY AL.I, TM, AS.C.E.
E: WND ANALYSIS AND DESIGN PER A S.CE7-05.
REINFORCING STEEL fy ■ 600M PS.L fa - 240M PSJ. Es - 29OW l00 PSJ.
Em ■ 1,350,000 P.S.I. N - Ee/Em - 2L48
ALL BLOCK 8' ASTM C-90 HOLLOW UNIT MASONRY DESIGN fht ■ i,52i0 P.S.I. t
F'a - 1,900 PSJ. (PER TABLE 2 ACI 530.1)
GROUT SHALL COMPLY w/ ASTM C416, 28 DAYS MR COMP. STRENGTH - 30M P.S.I.
GROUT SLUMP REQUIRED ----- 8' TO 11" PROVIDE CLEANOUT HOLES AT TOPMIDDLE
AND BOTTOM OF FILLED CELL
MORTAR SHALL COMPLY w/ ASTM 210
MORTAR SLUMP REQUIRED ----- 5" TO 8'
CONTRACTOR TO CONSOLIDATE GROUT LIFTS w/ 3/4" VIBRATOR
PLYWOOD ROOF DIAPHRAGM
L ROOF DIAPHRAGM SHALL COMPLY w/ THE DES194 REC 1 ENDATIONS OF 'APA DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE.
2. PLYWOOD ROOF DECKING SHALL BE 1952" MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO OR
MORE SPANS, w/ FACE GRAN PERPENDICULAR TO T14E SUPPORTS.
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE w/ Bd RING SHANK NAILS, SPACED AT 6'oc, MAX. AT
EDGES AND AT 6"or- ALONG INTERMEDIATE SUPPORTS. 4" or- * DIAPHRAM BOUNDARY AND 8d RING SHANK
NAILS s 4" or- 0 GABLE ENDS.
4. INSPECTIONS: SHALL COMPLY w/ THE LOCAL BUILDING CODE RECIAREMENITS FOR INSPECTIONS (BY THE
MUNICIPALITY, ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE
REQUIRING INSPECTIONS.
SOIL COMPACTION NOTES
L REMOVE ALL VEGETATION, TOPSOIL, AND ORGANIC MATERIAL w/ N THE BUILDING AREA PLUS FIVE (5) FEET
OUTSIDE THE BUILDING FOOTPRINT. THE AREA UNDER FOOTINGS, FOUNDATIONS, AND CONCRETE SLABS ON
GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO
PLACEMENT OF FILL-
2. COMPACT THE CLEARED AREA TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS
DETERMINED BY THE MODIFIED PROCTOR TEST-ASTM D-B51 PRIOR TO KXZ ETNT OF ANY ADDITIONAL
FILL REQUIRED.
3. FILL AND COMPACT THE CLEARED AREAS N LIFTS NOT GREATER THAN 12 NC -ES OF LOOSE THICKNESS TO
ELEVATE TO THE REQUIRED GRADE FILL MATERIAL FOR AREAS N SUPPORT OF FOOTINGS IS TO BE A MIXTURE
OF LIMEROCK AND SAND, FREE OF VEGETATION, ORGANIC MATERIAL, CONSTRUCTION DEBRIS, AND LARGE ROCKS.
F SUFFICIENT CO'IPACTIBILITIES EXIST, SOILS MAY BE PLACED AND COMPACTED N GREATER LIFT
THICKNESSES. FILL MATERIAL FOR SLAB ON GRADE AREAS MAY BE CLEAN SAND, FILLED AND COMPACTED IN
LIFTS NOT GREATER THAN 12 INCHES OF LOOSE MATERIAL
4. COMPACT EACH LIFT TO A MINIMUM COMPACTION OF W PERCENT OF THE DRY SOIL DENSITY AS DETERMINED
BY THE MODIFIED PROCTOR TEST - ASTM 0-1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL FILL REQUIRED,
PRIOR TO COMPACTION, THE MOISTURE CONTENT OF EACH LIFT OF FILL MATERIAL SHALL BE ADJUSTED TO
w/N PLUS/MNUS 2 PERCENT OF THE OPTIMUM MOISTURE AS DETEI;MNED BY THE MODIFIED PROCTOR
TEST - ASTM D-1551.
5. COMPACTION OF BUILDING SITE SHALL BE VERIFIED BY MEANS OF ONE FIELD DENSITY TEST FOR EACH 25M
SQUARE FEET OR FRACTION THEREOF FOR EACH LIFT OF COMPACTED SOIL FOR BUILDING PAD OR SLAB AREA -
ONE FIELD DENSITY TEST WILL ALSO BE REQUIRED FOR EVERY 50 LINEAL FEET OF EXCAVATED SPREAD
FOOTING, AND EVERY ISOLATED FOOTING EXCAVATION. FIELD DENSITY TESTS SHALL BE PERFORMED AS
PER ASTM D-2922.
STRUCTURAL STEEL n mom- rt
L STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: GRADES:
A ALL UUF, ANGLE, BASE PLATES, CONN. PLATES NON)---ASTM (A% -36 KSU
C, STEEL PTRUCIPE------------------ASTM A53A, iW EE BSM GRADE(FT-35- KSI) I}
2. GROUT SUCH AASMAMASTEER F OWOW 113, ASW MARFACTUD B MASTER BUILDERS
OR APRROVED EQUALC.
3. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE
FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E10-XX
ELECTRDDES.
GENERAL NOTES 0h
\
U ALL POURED N PLACE GROUT FILL CELLS AND TIE BEAMS AND COLUMNS TO BE 3000 PSI AT 28 DAYS MN f lcw
2) ALL CONCRETE WORK IN ACCORDANCE w/ "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING"
(ACI-301-%). _.......__ �.,.
3) NO ADMIXTURES PERMITTED w/OUT WRITTEN APPROVAL OF ENGINEER �
4) COMPACT INTEIRJOR FILL TO St OF MODIFIED PROCTOR MAX" DRY DENSITY AS PER ASTM D - 1551
AT OPT1h1UM MOISTURE COJ'tENt. 0
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL N ACCORDANCE w/
NATIONAL PEST CONTROL ASSOCIATION' STANDARDS. SUBMIT TERMITE INSPECTION REPORT PRIOR
TO CONSTRUCTION.
6) PROVIDE C.EANOItT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FILLED
TO ENSURE THAT THE CELL IS FILLED. PROVIDE DEEP HOLES AT I/3 AND 2/3 OF SPAN. j
1) ALL REIN. STEEL SHALL CONFORM TO ASTM. A-615 GRADE 60 REINFORCNG STEEL SHALL BE DETAILED �% % /4"
AND FABRICATED ACCORDING TO THE'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRICTURES' LAP CONTINUOUS REINFORCING A MIN. OF 30" N BEAMS 36 BAR DIAMETERS IN � ,, f. 1/01
SLABS. HOOK ALL DISCOdTINOUS TOP RENFORCING. PROVIDE AT ALL CORNERS 25 60" LONG BENT. j !% j
ru
8) CLEAR COVER FOR REINFORCING SHALL BE:
SLABS: T w/3/4'
FOR-W FACES IN C—O EARTH _ 2"
INFORMED FACES
9) ALL BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT " PA-0-WALL LADDER TYPE j
SPACED Ib" ON CENTER USE PREFABRICATED CORNERS AND TEES BY "DUR-O-WALL AT CORNERS AND
JUNCTIONS OF WALLS MASONRY WITS SHALL BE 2 CELL HOLLOW WITS CONFOFMINCs TO ASTM C-90
w/ COMPRESSIVE STRENGTH OF P" PSJ. ON THE NET CROSS -SECTIONAL AREA AND SHALL BE LAID 15790 SW 8 8 T H AVE
N RUANNG BOND. MORTAR SHALL BE TYPE "S" w/ M - 1500 PSI.
10) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT 0-4-M ON THE PLANS IS STRICTLY FORBIDDEN. MIAMI, FL 33157
THE ENGINEER WILL NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS. AR 0017521
11) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION. NOTE:
ALL DRAWINGS FOR THIS PROJECT ARE
12) USE CONCRETE MASONRY WITS C NIFORMING TO ASTM C90: DESIGN Pc-1900 PSJ. WHERE ANCHOR BOLTS TO BE READ IN CONJUNCTION WITH
AIRE SET N MASONRY WALL, FILL BLOCK CELLS w/ GROUT FOR BOLTED COURSE ADD ONE GROUTED CELL EACH OTHER. THESE INCLUDE, BUT
ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION. ARE NOT LIMITED TO: ARCHITECTURAL,
SURVEYING, STRUCTURAL, CIVIL,
13) GROUT USED IN THE WORK SHALL CONFORM TO ASTM C416 w/ A SLUMP MINX OF 8' TO 117, PROVIDE C.EANOUT MECHANICAL, ELECTRICAL, SPECIALTY
AND INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ALL MORTAR SHALL CONFORM w/ ASTM C210. DRAWINGS, & WRITTEN SPECIFICATIONS.
CONTRACTOR TO VERIFY ALL EXISTING
14) POUR GROUT N LIFTS NOT TO EXCEED 4'. SITE CONDITIONS AND THOROUGHLY
CHECK ELEVATIONS AND DIMENSIONS
15) GROUT USED N THE WORK SHALL OBTAN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. GROUT BEFORE COMMENCING WORK.
SLUMP REQUIRED ----- 8' To II" PROVIDE CLEANOUT HOLES AT TOP, MIDDLE. REPORT TO THE ARCHITECT ENGINEER
ANY DISCREPANCIES, ERRORS OR
16) A SPECIAL INSPECTION BY A FL CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR ALL CONDITIONS THAT WILL ALTER
ENGINEERED MASONRY CONSTRUCTION, SOIL COMPACTION AND ROOF TRUSSES OVER 35' LONG OR 6'-0' HIGH. CONSTRUCTION AS INTENDED BY
THESE DRAWINGS. ARCHITECT IS
rT) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED w/ EQUAL OR BETTER, w/ THE NOT RESPONSIBLE FOR ANY WORK
APPROVAL OF ENGINEER OF RECORD AND/OR MATERIALS FURNISHED
ON THE JOB.
18) ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No. 2 OR BETTER All graphic material appearing herein,
MINIMUM BENDING STRESS, Flo - 1;00 PSL YOUNG'S MODULES, E-IW,000 PSI. unless indicated otherwise, are the
property of the Architect as
instruments of service for use solely
on this project, and may not be
duplicated, used or disclosed without
the written consent of Mark E.
Reardon, R.A. The architect retains
all common law, statutory and other
reserved rights.
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WIND DESIGN FER ASCE 1-05
MEAN ROOF HEIGHT 4I3'-0"
WIND DESIGN SPEED W6 MPH
EXPOSURE C
STRUCTL AL CATEGORY II
Kel 1.0
SHOP DRAWING NOTES
PRIOR TO ANY FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE
STRUCTURAL ENGNEER FOR REVIEW AND APPROVAL
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DATE:
2/21/10
AS NOTED
SHEET NO.:
S-0